addendum_2_(1).pdf

(Addn. No. 2, Pg. 1)

ADDENDUM NO. 2

PROJECT TITLE: EMERGENCY RELEASE FACILITY

LOCATION: LAKE PERRIS

SPECIFICATION NO.: 22-09

CONTRACT NO.: C51632

ISSUED BY: STATE OF CALIFORNIA

DEPARTMENT OF WATER RESOURCES

DATE ISSUED: AUGUST 19, 2024

The following changes are hereby made by this addendum:

1. Revised specification page numbers: 00410- {4, 6, 10}, 01330-24, 02305-

{2, 3, 20-24}, 02455-10, 02525-3, 02618-7, 02645-1, 02650- {1,9}, 02750-1, 02820- {6-8, 11}, 02925- {1, 11}, 03300-1, 03600-1, 11285- {1-4}

2. Revised sections: 00410, 01330, 02305, 02455, 02525, 02618, 02645, 02650, 02750, 02820, 02925, 03300, 03600, 11285

3. Revised drawing sheet numbers: 002, 003, 023, 154, 155, 211, 300, 302, 322, 325, 329

BIDDER'S SIGNATURE

This addendum shall be signed below in the same manner as the bid is signed.

Bidder: ________________________________________________________

By (Authorized Officer): ___________________________________________

Business Address: _______________________________________________

Dated: ________________________, 2024.

THIS ADDENDUM COMPRISES 31 PAGES AND 11 DRAWINGS.

THIS COVER PAGE MUST BE SIGNED AND RETURNED WITH THE BID.

EXECUTION OF THIS ADDENDUM CONSTITUTES ACKNOWLEDGEMENT

OF THE PREVIOUS ADDENDUM.

Bid Schedule

*Section where contract item is defined

00410-4 B-20 (Addn. No. 2, Pg. 2)

Item No.

Section* Item Estimated Quantity

Unit Unit Price

(In Figures)

Total (In Figures)

56 02221 Electrical Equipment Demolition

1 JOB LUMP SUM

57 02230 Clearing and Grubbing 1 JOB LUMP SUM

58 02230 Weed Management 24 ACRE

59 02240 Dewatering 1 JOB LUMP SUM

60 02305 General Excavation 342,343 CY

61 02305 Rock Excavation 1,000 CY

62 02305 Compacted Backfill 241,582 CY

63 02305 Common Backfill 400 CY

64 02305 Import Backfill 3,000 CY

65 02305 Habitat Soils 51,590 CY

66 02305 Class 2 Aggregate Base 7,863 CY

67 02305 Crushed Rock 1,708 CY

68 02305 Rock, 2-inch to 3-inch 834 CY

69 02305 Rock Slope Protection (Type 1)

25,000 CY

70 02305 Rock Slope Protection (Type 2)

9,262 CY

71 02305 Drain Rock 1,150 CY

71a 02305 12-Inch Decompaction 2 ACRE

72 02315 Slurry Cement Backfill 63 CY

73 02320 CLSM Type 1 3,074 CY

74 02325 CLSM Type 2 1,145 CY

75 02330 Control Density Fill 560 CY

76 02455 Furnish Class 90 Piles 13,837 LF

77 02455 Furnish Class 140 Piles 8,701 LF

78 02455 Drive Class 90 Piles 276 EA

00410-6 B-20 (Addn. No. 2, Pg. 3)

Item No.

Section* Item Estimated Quantity

Unit Unit Price

(In Figures)

Total (In Figures)

103 02620 Solid PVC, C-900 DR 18, 8-inch, Force Main

20 LF

104 02620 Solid PVC, C-900 DR 18, 8-inch, Water Main

526 LF

105 02620 Solid PVC, D3034 SDR 35, 15-inch

950 LF

106 02630 HDPE Pipe, 24-inch 980 LF

107 02630 HDPE Pipe, 18-inch 207 LF

108 02635 Deck Drains 4 EA

109 02640 Precast Reinforced Concrete Box Culvert

110 02645 Bridge Drainage System 1,495 LF

111 02650 Filter Fabric 18,564 SY

112 02650 Rock Slope Protection (RSP) Fabric

74,869 SY

113 02650 Subgrade Enhancement Fabric

23,869 SY

114 **** **** **** **** ****

115 02660 PVC-Coated Steel Wire Mesh 84,545 SY

116 02740 Temporary Pavement 1,370 TON

117 02740 Hot Mix Asphalt (TYPE A) 3,856 TON

118 02740 Hot Mix Asphalt Dike 436 LF

119 02740 Hot Mix Asphalt Overside Drain

9 EA

120 02740 Hot Mix Asphalt Overlay 2,274 TON

121 02750 Approach Slab 175 CY

122 02760 Thermoplastic Traffic Stripe 23,004 LF

123 02760 Thermoplastic Pavement Marking

3.093 SF

124 02760 Temporary Traffic Stripe 31,901 LF

00410-10 B-20 (Addn. No. 2, Pg. 4)

Item No.

Section* Item Estimated Quantity

Unit Unit Price

(In Figures)

Total (In Figures)

187 11285 Flap Gate, 72-inch 1 EA

187a 11285 Flap Gate, 3-inch 9 EA

188 11285 Pop-up Drainage Emitter 1 EA

189 13700 Fixed Time-Lapse Camera 5 EA

190 15060 Hangers and Supports 1 JOB LUMP SUM

191 15075 Mechanical Identification 1 JOB LUMP SUM

192 15110 Air and Vacuum Valves 1 JOB LUMP SUM

193 15301 Fairgrounds Backflow Prevention Assembly

194 15441 Fairgrounds Sanitary Sewer Lift Station

195 16015 Electrical Testing 1 JOB LUMP SUM

196 16060 Grounding Cable – No. 4/0 AWG Bare Copper Wire

3,500 LF

197 16060 Welded Ground Connections 80 EA

198 16060 Flush Grounding Plates and Bolted Ground Connections

12 EA

199 16060 Conductive Grout 130 CY

200 16060 Ground Rods 55 EA

201 16120 500 kcmil, 3 Conductor Power Cable, 600V

1,125 LF

202 16120 No. 2 AWG, 3 Conductor Power Submersible Power Cable, 600V

300 LF

203 16120 No. 8 AWG, 3 Conductor Power Cable, 600V

500 LF

204 16120 No. 16 AWG, 4 Conductor Twisted Pair Instrumentation Cable

500 LF

205 16122 No. 4/0 AWG, Medium Voltage Power Conductors, 15kV

3,000 LF

Submittals

(1) Unless indicated otherwise, the number of days is determined from receipt of Notice to Begin Work or the number of days scheduled by Contractor in 01330, 1.04 C, Submittal Schedule.

01330-24 B-20 (Addn. No. 2, Pg. 5)

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DESCRIPTION OF SUBMITTAL

TYPE OF SUBMITTAL

CONTRACTOR

SCHEDULED

DATES

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SUBMIT BY

01330, 1.04 C, No. of days(1), or as specified

02 02522 – MONITORING WELLS

02522 1.05 A.1 Qualifying Experiences X Prior to start of specified on-site work

1.05 A.2 Monitoring Well Installation Plan X Prior to start of specified on-site work

1.05 A.3 Product data, certificates of compliance, and sources for filter pack material

X Prior to start of specified on-site work

1.05 A.4 Monitoring Well locations after installation. X After installation

02525 – STEEL CASING PIPE

02525 1.04 A.1 Certificates X Prior to start of specified on-site work

1.04 A.2 Welding procedures X Prior to start of

specified on-site work

1.04 A.3 Welder Qualifications X Prior to start of

specified on-site work

1.04 A.4 Bend and Tensile Test Coupons X Prior to start of

specified on-site work

1.04 A.5 Shop drawings X Prior to start of

specified on-site work

1.04 A.6 Casing Installation Plan X Prior to start of

specified on-site work

02530 – VITRIFIED CLAY PIPE

02530 1.04 A.1 Shop Drawings X Prior to start of specified on-site work

1.04 A.2 Certificate of Compliance X Prior to start of

specified on-site work

1.04 A.3 Pre-Activity Meeting X Prior to start of

specified on-site work

Earthwork

02305-2 B-20 (Addn. No. 2, Pg. 6)

Contractor shall use off-site commercial materials from an approved source.

6. Habitat Soil, which includes processing, blending, moisture conditioning, transporting, placing, and compacting material.

Habitat Soil shall be placed on the slopes of the Containment Levees.

7. Class 2 Aggregate Base, which includes loading, stockpiling, moisture conditioning, transporting, placing, and compacting material. Class 2 Aggregate Base shall be used for road surfacing and for other uses as shown and as directed.

8. Crushed Rock, which includes loading, transporting, stockpiling, and placing. Crushed Rock shall be used as shown or as directed.

The Contractor shall use off-site commercial materials from an approved source.

9. Rock, 2-Inch to 3-Inch, includes loading, transporting, stockpiling, and placing. The Contractor shall use off-site commercial materials from an approved source. Rock, 2-Inch to 3-Inch, will be used to fill the voids between Rock Slope Protection on the channel maintenance ramps and for bedding for utility pipes.

10. Rock Slope Protection (Type 1), includes loading, transporting, stockpiling, and placing. The Contractor shall use on-site materials stockpiled located downstream of the dam near the existing construction trailers. Rock Slope Protection to be used primarily as erosion protection along the levees and channel.

11. Rock Slope Protection (Type 2), includes loading, transporting, stockpiling, and placing. The Contractor shall use off-site commercial materials from an approved source. Rock Slope Protection to be used primarily as erosion protection along the levees, channel and drainage infrastructure outfall locations. Rock Slope Protection (Type 1) shall be utilized and exhausted first. If there is insufficient material, Rock Slope Protection (Type 2) shall be utilized to complete work.

12. Drain Rock, includes loading, transporting, stockpiling, and placing.

The Contractor shall use off-site commercial materials from an approved source. Drain Rock will be used to surround the channel underdrain’s slotted pipe and for the channel underdrain laterals.

13. 12-Inch, Decompaction, which includes loosening the surface of compacted materials to a depth of 12 inches prior to revegetation.

12-inch Decompaction will apply to the soil underneath the road to be removed within the State Recreation Area, as shown on the demolition drawings.

C. Refer to Section 13280 for management of hazardous materials.

02305-3 B-20 (Addn. No. 2, Pg. 7)

1.02 RELATED SECTIONS

A. General Conditions, Supplementary General Conditions, Division 1 sections, and Drawings apply to this section. This section may require direct correlation with the following sections of the contract:

1. Section 01570 – Environmental Protection.

2. Section 01720 – Construction Layout (Surveys).

3. Section 02220 – Selective Demolition.

4. Section 02230 – Clearing and Grubbing.

5. Section 02240 – Dewatering.

6. Section 02300 – Earthwork Testing.

7. Section 02650 – Geosynthetic Materials.

8. Section 02925 – Seeding and Erosion Control.

9. Section 03300 – Cast-in-Place Concrete.

10. Section 03600 – Rock Grout.

11. Section 13280 – Hazardous Substances and Hazardous Waste Handling and Disposal.

1.03 REFERENCES

A. The following publications form a part of this specification to the extent referenced. Application of these publications shall conform to Document 00702 – Interpretation of the Contract, Paragraph 2:

1. American Society for Testing and Materials (ASTM).

a. ASTM C 33 – Standard Specification for Concrete Aggregates.

b. ASTM C 127 – Standard Test Method for Specific Gravity and Absorption of Coarse Aggregate.

c. ASTM D 5519 – Standard Test Methods for Particle Size Analysis of Natural and Man-Made Riprap Material.

2. Caltrans Standard Specifications. This section requires direct correlation with the following:

a. Section 19 – Earthwork.

02305-20 B-20 (Addn. No. 2, Pg. 8)

3.05 COMPACTION ADJACENT TO STRUCTURES

A. General:

1. Unless otherwise approved, heavy equipment shall not be operated within a horizontal distance of 5 feet of concrete structures or pipe.

Compaction equipment or methods shall not be used that may cause excessive displacement or damage to structures.

2. Backfill shall not be placed until structures have been inspected and authorized for backfill by the Engineer.

3. For Evans Road Bridge, place no more than 2 feet of backfill, measured from top of footing, against back of abutment until deck concrete has attained a compressive strength of 3,000 psi or concrete has been in place for 28 days. Backfill shall be placed evenly on both sides of the abutment. Temporarily brace abutment during construction. For other structures, placing material over and against concrete structures shall not begin until the structure concrete has developed a minimum compressive strength of 2,500 psi.

4. Compacted material shall be placed simultaneously against each side of structures, conduits, or pipes in such a manner that the structures, conduits or pipes will not be displaced or damaged.

Material placed within 2 feet of structures shall be compacted by hand-held heavy-duty power compactors in approximate uniform horizontal layers not to exceed 4 inches loose thickness, without producing segregation, and compacted as specified. Material shall have direct contact with the surface of the structure, conduit, or pipe.

5. Before equipment is allowed to pass over pipes, a minimum of 2 feet of compacted fill is required over the top of pipes.

B. Bridge Wingwalls and Abutments:

1. Bridge wingwalls and abutments shall be backfilled prior to placement of railings.

2. Evans Road Bridge: Do not backfill Evans Road bridge abutment until after the superstructure slab concrete is placed and reaches its design strength.

3. Backfill shall be performed evenly, lift by lift behind Evans Road Bridge abutments 1 and 4. In addition, backfill shall be performed evenly, lift by lift behind the two sides of precast concrete box culverts at the Fairway. This will provide equal lateral loading to the bridge abutments and culverts during backfilling.

3.06 DECOMPACTION

A. Where 12-inch Decompaction is required, areas shall be ripped to a depth of 12 inches, disced to a depth of 6 inches, and then leveled to prepare a suitable seed bed prior to revegetation.

02305-21 B-20 (Addn. No. 2, Pg. 9)

B. Preserve the topography in a natural state with no furrow rows. Positive drainage must be maintained. The site should be left in natural condition to mimic natural conditions.

3.07 TOLERANCES OF FINISHED SLOPES

A. Grading of finished slopes shall be performed to achieve elevations shown on the drawings, with well-compacted, reasonably smooth and uniform transitions connecting adjacent areas. Final grading of the worksite shall blend with the contours of the adjacent areas, and shall be subject to approval.

B. Finished surfaces of graded areas shall not exceed a +/- 0.2-foot variation from the established elevation. Pay line shall be to the established elevation or to a lesser elevation in compliance with allowable tolerances.

C. A minimum 1/4 inch per foot of slope shall be provided sloping away from structures, unless otherwise shown.

3.08 PROTECTION OF MATERIALS FROM CONTAMINATION DURING

CONSTRUCTION

A. The subgrade shall be protected during inclement weather. Eroded or scoured areas shall be repaired as specified and as approved by the Engineer. Subgrade materials that become saturated either during inclement weather or that are affected by incidental surface water or groundwater shall be proof-rolled as directed by the Engineer prior to placing the next lift. Unstable, soft, and yielding areas exposed by proof-rolling shall be removed and replaced with approved backfill at no additional cost to the Department.

B. Construction traffic over channel underdrain and laterals shall be held to the practical minimum required for construction of the channel to prevent contamination. Construction equipment is not permitted to drive over exposed drain rocks.

C. Drain rock material with gradation altered from that specified herein, because of routing of traffic over the zone, inclement weather, or otherwise contaminated, shall be removed and replaced with drain rock material conforming to the requirements.

3.09 STOCKPILING, SURPLUS MATERIAL, AND DISPOSAL

A. General:

1. Different materials shall be stockpiled separately.

2. Stockpiling of materials shall be for the Contractor’s convenience.

02305-22 B-20 (Addn. No. 2, Pg. 10)

3. Slopes shall be adequately maintained for surface drainage.

4. Unless indicated otherwise, stockpile areas are temporary.

5. All work involved in stockpiling and excavating from stockpiles shall be included in the various contract items.

B. Temporary Stockpile Areas:

1. Contractor may create temporary stockpiles in the designated work areas for storage of materials as approved by the Engineer.

2. Temporary stockpiles shall be designed by the Contractor, and shall have a reasonably uniform top surface, a maximum height of 30 feet, and side slopes no steeper than 2H:1V. Side slopes of the spoil pile shall be aligned and contoured to have a natural appearance.

3. The Contractor is responsible for the design and maintenance of the stability of the temporary stockpiles. Any slide or other adverse condition shall be considered the responsibility of the Contractor, and remedial measures shall be at the Contractor’s expense.

4. Prior to final acceptance:

a. Restore stockpile areas, as a result of the Contractor’s usage, to pre-construction conditions. This includes restoring slopes, drainage facilities, fencing, gates, and revegetation areas. All foreign material shall be completely removed. The final grading shall be graded to a smooth, uniform surface, which is sloped to drain and matches pre-construction conditions. The final floor elevation shall be configured so that no standing water forms during rain events and the potential for erosive surfaces are minimized.

b. Remove all construction debris including plastics, geosynthetic materials, fabric linings, and erosion control features.

5. Where temporary stockpiling is allowed over pipelines, the Engineer will determine the maximum cover and equipment loadings over the pipelines.

C. Permanent Stockpile Areas for Surplus Materials:

1. Surplus materials shall be minimized as much as possible.

2. Surplus materials, which include soil and rock materials not meeting the requirements of contract items and any surplus soil

02305-23 B-20 (Addn. No. 2, Pg. 11) and rock materials left over at the end of the project, shall be removed from the work site.

D. Disposal:

1. Removed materials shall be recycled or disposed of at an approved disposal site, and the Contractor shall obtain permits required for such disposal.

3.10 FIELD TESTS

A. The Contractor shall conduct sufficient testing to ensure the fill materials brought to the work site and the final compacted materials conform to these specifications, as required in specification Section 02300 – Earthwork Testing.

B. The Engineer may take samples during placement of materials and test for gradation, plasticity, classification, moisture content, in-place density, and percent relative compaction. Tests will be performed in accordance with Section 02300 – Earthwork Testing to ensure conformance with these specifications.

C. The existing Rock Slop Protection shall be tested a minimum of two tests per 1000 feet measured along the centerline of the levee/channel for gradation in accordance with ASTM D5519 and apparent specific gravity in accordance with ASTM C 127.

02305-24 B-20 (Addn. No. 2, Pg. 12)

PART 4 MEASUREMENT AND PAYMENT

4.01 MEASUREMENT

A. Measurement for payment for the contract item General Excavation and Rock Excavation will be by the cubic yard and will be the number of cubic yards excavated to the lines and grades shown.

B. Measurement for payment for the contract item Compacted Backfill, Common Backfill, Import Backfill, Habitat Soil, Class 2 Aggregate Base, Crushed Rock, Rock, 2-Inch to 3-Inch, and Rock Slope Protection (Types 1 and 2), and Drain Rock will be by the cubic yard and will be the number of cubic yards placed in the work.

C. Measurement for payment for the contract item 12-Inch Decompaction will be by the acre and will be the number of acres treated.

4.02 PAYMENT

A. The contract prices will be paid for GENERAL EXCAVATION; ROCK

EXCAVATION; COMPACTED BACKFILL; COMMON BACKFILL;

IMPORT BACKFILL; HABITAT SOIL; CLASS 2 AGGREGATE BASE;

CRUSHED ROCK; ROCK, 2-INCH to 3-INCH; ROCK SLOPE

PROTECTION (TYPE 1); ROCK SLOPE PROTECTION (TYPE 2);

DRAIN ROCK; and 12-INCH DECOMPACTION; which prices shall include full compensation for all costs incurred under this section.

END OF SECTION

Steel Pipe Piles

02455-10 B-20 (Addn. No. 2, Pg. 13) minute for which the hammer is designed is attained. Do not use inefficient steam, air, or diesel hammers.

G. Contractor may use followers for driving piles if authorized. If using a follower, verify its efficiency by furnishing the 1st pile in each bent or footing sufficiently long and drive the pile without the use of a follower.

3.04 DRILLING

A. If necessary, to attain the specified tip elevation shown, and if authorized, Contractor may drill holes with a diameter not greater than the least dimension of the pile to the specified depth before driving the piles.

3.05 PREDRILLED HOLES

A. For piles to be driven through embankments constructed under the Contract, drive piles through predrilled holes where the depth of the new embankment at the pile location is in excess of 5 feet.

B. The hole diameter shall be at least 6 inches larger than the greatest dimension of the pile cross section. After driving the pile, fill the space around the pile to the ground surface with dry sand or pea gravel.

3.06 DRIVING

A. Use driving heads or driving blocks that hold the pile in position directly under the hammer when driving.

B. Protect the heads of driven piles from direct impact of the hammer with a cushion driving block. Maintain the cushion in good condition during the entire driving operation. Arrange the cushion driving block such that any reinforcing bars projecting above the pile are not displaced or damaged during driving.

C. Provide special driving tips or heavier pile sections or take other authorized measures to prevent damage to steel piles, steel shells, or steel casings during installation.

D. Drive piles to the position and line shown. The Engineer rejects piles materially out of line. Dispose of rejected piles that interfere with the work. Contractor shall remove or cut off and abandon in place any rejected piles that do not interfere with the work.

E. Drive piles to at least the nominal resistance and the specified tip elevation shown.

F. ****

Steel Casing Pipe

02525-3 B-20 (Addn. No. 2, Pg. 14)

a. Manufacturer's certificates of compliance with referenced pipe standards.

1) Provide recertification by an independent domestic testing laboratory for materials originating outside of the United States.

b. Submit certificates of welding consumables used for shop and field welding.

2. Welding Procedures. Welding procedure specifications (WPS) and procedure qualification records (PQR):

a. Submit WPS and PQR for each welding process.

3. Welder Qualifications:

a. Submit welder qualification records (WQR) for each welder and welding operator.

4. Bend and tensile test coupons:

a. Bend and tensile test coupons shall be submitted concurrently with welder qualification and procedure qualification records.

Welding procedures shall be required for welds for pipe cylinders, casing joint welds, and grout coupling connections.

5. Shop Drawings:

a. Shop drawings shall show the method of preventing pipe flotation within the casing and how the casing grout will be terminated at the end of the casing.

6. Casing Installation Plan:

a. Submit the following items as part of the casing installation plan for each utility line that requires a casing pipe.

1) Identify section(s) of each utility line that require a casing pipe.

2) Steel casing material diameter, thickness, and class.

3) Spacer type, size, and spacing

4) Joint type

5) Installation method: open trench, jacking, or dry boring.

PART 2 MATERIALS

2.01 STEEL CASING

A. Fabrication of casing shall comply with one of the following specifications:

1. AWWA C200.

2. ASTM A 53/A 53M, Grade B.

Reinforced Concrete Pipe

02618-7 B-20 (Addn. No. 2, Pg. 15) closed with a plug. Plugs shall have pipe thread compound applied to the threads prior to being inserted in the holes.

I. Where exterior recesses are grouted, grout bands shall be placed to prevent leakage of grout. The outside grout space, prior to being filled with grout, shall be cleaned of contaminants and flushed with water so that the contact surface of the joint will be thoroughly moist when the grout is placed. Grout shall be poured into the side of the grout opening near the top of the pipe until it appears on the other side. Each joint shall be filled with grout in one operation, and then rodded on both sides of the pipe as necessary to obtain the maximum density of the grout. The grout bands or ropes shall not be removed from the joint but shall be left in place. Exposed grout shall be water cured as specified for curing the pipe.

J. ****

K. The contractor shall backfill the trench with Slurry Cement Backfill and compacted backfill to the finished grade as shown.

L. For the backfill of the 36-inch and 42-inch RCP pipes, follow requirements of Section 02320 Controlled Low Strength Material (CLSM) Type 1 for placement of CLSM around pipe including provisions to ensure that pipe does not float. Note that one continuous placement of CLSM is not allowed.

M. For the backfill of the 72-inch RCP pipes, follow requirements of Section 02320 Controlled Low Strength Material (CLSM) Type 1 and Section 02315 – Slurry Cement Backfill for placement of backfill around pipe including provisions to ensure that pipe does not float. Note that one continuous placement of CLSM or slurry back cement backfill is not allowed.

N. The interior recess shall not be filled until each pipe section has been backfilled.

O. The interior recess shall be cleaned of contaminants and moistened immediately before being filled with hand placed mortar as shown. The mortar shall be prepared in small batches, and any mortar which has become so stiff that proper placement cannot be assured shall be wasted. The joints shall be finished by being troweled smooth and flush with the inside surface of the pipe, and coated with sealing compound.

3.02 REPAIR

A. Manufactured units which are found to be imperfect during the manufacturing process or damaged during handling and transporting

Bridge Drainage System

02645-1 B-20 (Addn. No. 2, Pg. 16)

SECTION 02645

BRIDGE DRAINAGE SYSTEM

PART 1 GENERAL

1.01 DESCRIPTION

A. This section specifies the requirements for the contract item Bridge Drainage System, which includes geocomposite drain, filter fabric, treated permeable base and PVC at wing walls, retaining walls at Fairway Culvert, Lake Perris Drive Bridge, and Evans Road Bridge.

B. Drainage system used as part of approach slab is specified and paid under Section 02750 – Approach Slab.

1.02 RELATED SECTIONS

A. General Conditions, Supplementary General Conditions, Division 1 sections, and Drawings apply to this section. This section may require direct correlation with the following sections of the contract:

1. Section 02305 – Earthwork.

2. Section 02620 – PVC Pipe.

3. Section 02650 – Geosynthetic Materials.

4. Section 02710 – Treated Permeable Base.

5. Section 03300 – Cast-in-Place Concrete.

1.03 REFERENCES

Not Used.

1.04 SUBMITTALS

Not Used.

PART 2 MATERIALS

2.01 DRAIN MATERIAL

A. Geocomposite Drain and Filter Fabric: Comply with the specifications for geocomposite wall drain and filter fabric in Section 02650 – Geosynthetic Materials.

Geosynthetic Materials

02650-1 B-20 (Addn. No. 2, Pg. 17)

SECTION 02650

GEOSYNTHETIC MATERIALS

A. This section includes geosynthetic materials used for drainage, filtration, and subgrade stabilization.

B. This section covers the general requirements for the following contract items:

1. Filter Fabric.

2. Rock Slope Protection (RSP) Fabric.

3. Subgrade Enhancement Fabric.

C. The requirements for geocomposite drains are specified in this specification section, but will be paid under the following sections:

1. Geocomposite Drains and Filter Fabric used as part of the Approach Slab will be paid for under Section 02750 – Approach Slab.

2. Geocomposite Drains and Filter Fabric used as part of Bridge Drainage System will be paid for under Section 02645 – Bridge Drainage System.

1.02 RELATED SECTIONS

A. General Conditions, Supplementary General Conditions, Division 1 sections, and Drawings apply to this section. This section may require direct correlation with the following sections of the contract:

1. Section 02305 – Earthwork.

2. Section 02750 – Approach Slab.

1.03 REFERENCES

A. The following publications form a part of this specification to the extent referenced. Application of these publications shall conform to Document 00702 – Interpretation of the Contract, Paragraph 2:

1. American Society of Testing and Materials (ASTM):

a. ASTM D 1505 – Standard Test Method for Density of Plastics by the Density-Gradient Technique.

b. ASTM D 3786 – Standard Test Method for Bursting Strength of Textile Fabrics.

Geosynthetic Materials

02650-9 B-20 (Addn. No. 2, Pg. 18)

C. Adjacent borders of the filter fabric must be overlapped from 12 inches to 18 inches or stitched. The preceding roll must overlap the following roll in the direction the material is being spread or must be stitched.

When the fabric is joined by stitching, it must be stitched with yarn of a contrasting color. The size and composition of the yarn must be as recommended by the fabric manufacturer. The number of stitches per 1 inch of seam must be 5 to 7.

D. Equipment or vehicles must not be operated or driven directly on the filter fabric.

PART 4 MEASUREMENT AND PAYMENT

4.01 MEASUREMENT

A. Measurement for payment for the contract items Filter Fabric, Rock Slope Protection Fabric, and Subgrade Enhancement Fabric will be by the square yard and will be the number of square yards of geosynthetic materials placed in the Work, not including adjustment for seams or overlaps.

4.02 PAYMENT

A. The contract price will be paid for FILTER FABRIC; ROCK SLOPE PROTECTION FABRIC; and SUBGRADE ENHANCEMENT FABRIC;

which price shall include full compensation for all costs incurred under this section.

B. ****

Approach Slab

02750-1 B-20 (Addn. No. 2, Pg. 19)

SECTION 02750

APPROACH SLAB

A. This section specifies the requirements for the contract item Approach Slab which includes the following components:

1. Structural Concrete.

2. Reinforcing Steel.

3. Drill and Bond Dowels.

4. Miscellaneous Joint Materials.

5. Treated Permeable Base.

6. Geocomposite Drain.

7. Filter Fabric.

8. PVC Pipe.

1.02 RELATED SECTIONS

A. General Conditions, Supplementary General Conditions, Division 1 sections, and Drawings apply to this section. This section may require direct correlation with the following sections of the contract:

1. Section 02305 – Earthwork.

2. Section 02650 – Geosynthetic Materials.

3. Section 03155 – Drill and Bond Dowel.

4. Section 03160 – Bridge Deck Joint Sea.

5. Section 03210 – Concrete Reinforcement.

6. Section 03300 – Cast-in-Place Concrete.

7. Section 03345 – Concrete Finishing and Curing.

8. Section 05500 – Miscellaneous Metal.

Fencing and Gates

02820-6 B-20 (Addn. No. 2, Pg. 20)

4. Fabric:

a. Chain link fabric shall comply with ASTM A 392 with Class 1 coating or ASTM F 1345 with Class 2 coating.

b. Wire for the fabric shall be 9 gauge.

c. The chain link diamond count shall be 20-1/2.

5. Tension Wires, Hog Rings, Turnbuckles, Truss Tighteners, Truss Rods, and Stretcher Bars and Bar Bands:

a. Tension wire shall be commercial-quality 7-gauge coil spring steel.

b. Tie wires and hog rings shall be at least 9-gauge steel.

c. Post clips shall be at least 6-gauge steel.

d. Galvanize tension and tie wires, hog rings, and post clips under ASTM A 116, coating Class 3. Turnbuckles and truss tighteners shall be:

1) Commercial-quality steel, malleable iron, or wrought iron

2) Galvanized under section 75-1.02B of the 2018 Caltrans Standard Specifications.

3) Equal in tensile strength to the truss rod.

e. Truss tighteners shall have a strap thickness of at least 1/4 inch.

f. Each truss rod shall be steel and have a diameter of at least 3/8 inch.

B. Construction Fencing and Gates:

1. Construction fencing and gates shall be temporary fence panels, 6 feet in height, with all required hardware included, stable in windy conditions, with gates as required. Materials shall be minimum 11.5 gauge galvanized steel chain link fencing. Posts shall be minimum schedule 15, 1 5/8-inch in diameter.

02820-7 B-20 (Addn. No. 2, Pg. 21)

C. Exclusion Fencing:

1. Materials for exclusion fence surrounding all work areas within the SRA, including gates, shall be appropriate for the exclusion of small mammals.

2. Barrier Material Type and Structure:

a. Made from solid HDPE (high density polyethylene) at least 2 mm thickness. Barrier material shall be Animex-Fencing-AMX 60 (non-perforated), FarmTek White PolyMax HDPE roll, or equal.

b. Be durable, to withstand nearby construction activities and accidental damage.

c. Shall be made of material that small mammals cannot climb over, climb through, or become entrapped within or on.

3. Posts:

a. Fence posts shall be enamel-painted green T-Posts (0.95 lbs/ft) equipped with spade, at least 5’ in length.

4. Exclusion Fencing Gates:

a. Exclusion Fencing gates shall be a minimum of 10-feet wide and be composed of or backed by Exclusion Fencing Barrier Material described above. Exclusion Fencing Barrier Material shall be installed such that the bottom 18” of barrier material is folded away from the work area as a flap.

D. Decorative Metal Fencing and Gates:

1. Decorative Metal Fencing and Gates shall conform to following Ameristar products, or equal:

a. AEGIS II Classic 2/3-Rail.

b. AEGIS II Classic 2/3-Rail SGL&DBL Gate.

2. Steel and Iron:

1) Plates, Shapes, and Bars: ASTM A588/A242.

2) Bars (Pickets): Hot-rolled, carbon steel complying with

ASTM A588/A242.

b. Castings:

1) Either gray or malleable iron unless otherwise indicated.

Gray Iron per ASTM A48/A 48M, Class 30. Malleable Iron per ASTM A47/A 47M.

02820-8 B-20 (Addn. No. 2, Pg. 22)

c. Painting and Protective Coatings:

1) Powder Coating.

2) Color shall be black.

3. Pickets:

a. Design shall be vertical, point (spear shape) security fence.

b. Dimensions:

1) Nominal Height: 6 feet.

2) Minimum Wall Thickness: 12 GA.

3) Minimum Picket Spacing: 3.75 inches.

E. Welded Pipe Swing Gate:

1. Steel pipe for the gate frame and posts shall conform to ASTM A 53, Grade B. The gate posts embedded in concrete shall be Schedule 40 and filled with concrete.

2. Welding and fabrication shall conform to the requirements of Section 05000 – Materials and Workmanship.

3. The gate frames shall be galvanized after fabrication conforming to

ASTM A 123.

F. Concrete and Steel Reinforcement:

1. Concrete shall comply with requirements specified for Minor Concrete in Section 03300 – Cast-in-Place Concrete.

2. Steel Reinforcement shall comply with requirements specified in Section 03210 – Reinforcing Steel Bars.

PART 3 EXECUTION

3.01 CHAIN LINK FENCING AND GATES

A. Install chain link fencing and gates as shown on project drawings.

B. Brace each end, latch, and corner post to the nearest line post with either of the following:

1. Horizontal brace used as a compression member and truss rods used as tension members.

02820-11 B-20 (Addn. No. 2, Pg. 23)

6. Soil shall be compacted against both sides of the fence. Cobbles and boulders shall be removed from the soil before backfilling.

7. If trenching is not possible due to soil conditions (e.g. rocks, tree roots) another appropriate ground seal method may be used upon approval by the Engineer.

8. The climber barrier lip shall be folded over away from the construction zone a minimum of 4 inches.

9. Exclusion fence shall be kept free of vegetation, tools, debris or other materials that could allow animals to maneuver over the fencing at all times.

10. No gaps greater than 1/4 inch shall be present in exclusion fencing.

11. At the completion of all construction activities, Exclusion Fencing shall be removed as the Contractor' property and the ground shall be restored to preexisting conditions unless otherwise directed by the Engineer.

C. Exclusion Fencing Gates:

1. Exclusion Fencing gates shall remain closed and sealed at night.

Gates shall be closed and sealed prior to sunset during work days and shall be left closed and sealed until sunrise.

2. Gates shall be sealed by placing sandbags over the bottom edge of the folded Exclusion Fencing Barrier Material.

3. No gaps greater than 1/4 inch shall be present in exclusion fencing gates.

D. Exclusion Fencing and Gate Repair:

1. The Contractor shall inspect Exclusion Fencing daily to ensure it is intact, upright, and all features are functioning properly.

2. Repairs to Exclusion Fencing shall be completed within 24 hours of discovery of deficiency.

3.04 DECORATIVE METAL FENCING AND GATES

A. Fence to be installed as shown and in accordance with the Manufacturer’s instructions.

B. Install after final grading is complete and finish elevations are established.

Seeding and Erosion Control

02925-1 B-20 (Addn. No. 2, Pg. 24)

SECTION 02925

SEEDING AND EROSION CONTROL

A. This section covers the following contract items:

1. Final Stabilization Seeding includes seed bed preparation, materials, seeding with Final Stabilization Seed Mix, and 120-day maintenance and establishment requirements. Final Stabilization Seeding shall be placed in all areas disturbed by construction upon completion of the Work.

2. Bioretention Swale Seeding includes seed bed preparation, materials, seeding with Bioretention Swale Seed Mix, and 120-day maintenance and establishment requirements.

3. Erosion Control includes protection of bare soil areas disturbed by construction activities that need to be stabilized for dust control and water quality.

B. The Contractor shall seed areas for final stabilization and the bioretention swale as shown.

C. The Contractor shall protect bare soil areas disturbed by construction activities from both wind and water erosion as described in Section 01570 – Environmental Protection for compliance with Clean Water Act, Section 402, National Pollutant Discharge Elimination System storm water pollution prevention regulations and permits.

D. For seed bed preparation, the 12-inch Decompaction of the soil underneath road to be removed within the State Recreation Area, as shown on the demolition drawings, will be paid under Section 02305 – Earthwork.

1.02 RELATED SECTIONS

A. General Conditions, Supplementary General Conditions, Division 1 sections, and Drawings apply to this section. This section may require direct correlation with the following sections of the contract:

1. Section 01570 – Environmental Protection.

2. Section 02230 – Clearing and Grubbing.

3. Section 02305 – Earthwork.

4. Section 02820 – Fencing and Gates.

Seeding and Erosion Control

02925-11 B-20 (Addn. No. 2, Pg. 25)

1. At no time shall the Contractor’s seeding equipment be operated during precipitation events or on saturated work areas.

2. If the seeding schedule calls for installation when the temperature is expected to be 90 degrees or greater, the Contractor shall schedule seeding in the mornings to avoid seed damage.

3. When special conditions warrant a variance to the seeding operations, a proposed seeding time shall be submitted for acceptance by the Engineer.

4. The Contractor shall be prepared to seed as early as possible when all conditions (weather, moisture, temperature, wind) are acceptable. Seeding dates may be delayed at the discretion of the Engineer based on weather forecast or other reasons to allow for most beneficial results.

3.03 SEED BED PREPARATION

A. Suitable Seedbed: A suitable seedbed is defined as a vegetation and thatch-free soil surface that has been cultivated/prepared to provide a uniform (i.e. non-undulating) surface not containing ridges or depressions with greater than 1-inch elevation from the overall surface plane. The soil surface shall be per these Specifications, with dirt clods pulverized to a maximum of 1-inch in diameter. Refer to Section 02230

– Clearing and Grubbing for Weed Management.

B. Debris Removal: The Contractor shall remove non-native vegetation within the area to be seeded. Contractor shall remove all trimmings, trash, and debris found within the project site and recycle or otherwise dispose of materials as their property in accordance with state and federal regulations prior to initiation of seedbed preparation.

C. Decompaction: The soil underneath the road to be removed within the State Recreation Area, as shown on the demolition drawings, shall be ripped to break up the soil to a depth of 12 inches, then disced and leveled to prepare a suitable seed bed. See Section 02305 – Earthwork for the 12-inch Decompaction requirements.

3.04 HYDROSEEDING APPLICATION

A. Hydroseeding application shall be utilized for the Final Stabilization Seed mix.

B. Final Stabilization Seeding shall be placed in all areas disturbed by construction upon completion of the Work.

C. Hydroseeding Method: The Contractor shall use one of the following cool season or warm season multistep processes for hydroseeding. All steps shall be completed for a given area within the same day.

1. Cool season process (October through February):

Cast-in-Place Concrete

03300-1 B-20 (Addn. No. 2, Pg. 26)

SECTION 03300

CAST-IN-PLACE CONCRETE

A. This section specifies the requirements for furnishing materials, batching, mixing, transporting, placing, consolidating, finishing, protecting, curing, related accessories, quality control testing, and other work required for construction of cast-in-place concrete.

B. This section covers cast-in-place concrete placed in the work as shown under the following contract items:

1. Structural Concrete-Bridge Deck: This work includes cast-in-place reinforced concrete for bridge deck located at Lake Perris Drive and at Evans Road.

2. Structural Concrete-Bridge: This work includes cast-in-place reinforced concrete for abutments, wingwalls, temporary wingwalls, piers and footings for bridges at Lake Perris Drive and at Evans Road. Temporary wingwalls shall be left in place after bridge construction.

3. Structural Concrete-General: This work includes cast-in-place reinforced concrete for the following features:

a. Drop Structures excluding drop structures footings.

b. Channel liner.

c. Fairway Culvert wing walls ,parapets, interior and end columns, cutoff wall and low flow channel.

d. Headwall, wingwalls, cutoff wall and the wall footing for 72-inch RCP pipe.

e. Concrete Linner and Drop Structure Cutoff walls.

f. Drainage outlet cutoff walls.

g. Drainage aprons and cutoff walls.

h. Retaining walls.

i. Drain Outlet-Slope Paving.

j. Equipment Pads.

k. Bulkheads.

Rock Grout

03600-1 B-20 (Addn. No. 2, Pg. 27)

SECTION 03600

ROCK GROUT

A. This section covers the requirements for contract item, Rock Grout.

The contract item includes the general requirements for mixing, placing, testing, and finishing of grout to be:

1. Placed over the 2-Inch to 3-Inch Rock used on the channel maintenance ramps.

2. Filled in the voids within the RSP placed at the drainage outlets.

3. ****

1.02 RELATED SECTIONS

A. General Conditions, Supplementary General Conditions, Division 1 sections, and Drawings apply to this section. This section may require direct correlation with the following sections of the contract:

1. Section 02305 – Earthwork.

2. Section 03300 – Cast-in-Place Concrete.

1.03 REFERENCES

A. The following publications form a part of this specification to the extent referenced. Application of these publications shall conform to Document 00702 – Interpretation of the Contract, Paragraph 2:

1. American Society for Testing and Materials (ASTM):

a. ASTM C 33 – Standard Specification for Concrete Aggregates.

b. ASTM C 94 – Standard Specification for Ready-Mixed Concrete.

c. ASTM C 109 – Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-inch Cube Specimens).

Flap Gate and Pop-Up Drainage Emitter

11285-1 B-20 (Addn. No. 2, Pg. 28)

SECTION 11285

FLAP GATE AND POP-UP DRAINAGE EMITTER

A. This section includes the following **** contract items:

1. Flap Gate, 72-inch. This includes furnishing and installing mounting hardware and flap gate as shown and specified herein. The 72-inch flap gate is for the 72-inch RCP pipe located at Lake Perris Drive.

2. Flap Gate, 3-inch. This includes furnishing and installing mounting hardware and flap gate as shown and specified herein. The 3-inch flap gates are part of Drop Structure No. 1.

3. Pop-up Drainage Emitter. This includes furnishing and installing the pop-up drainage emitter, concrete ring, steel casing, solid PVC pipe, reducer, and object markers as shown.

1.02 RELATED SECTIONS

A. Drawings, General Conditions, Supplementary General Conditions, and Division 1 sections apply to this section. This section may require direct correlation with the following sections of the contract:

1. Section 02620 – PVC Pipe.

2. Section 03300 – Cast-in-Place Concrete.

3. Section 05500 – Miscellaneous Metalwork.

1.03 REFERENCES

A. The following publications form a part of this specification to the extent referenced. Application of these publications shall conform to Document 00702 – Interpretation of the Contract, Paragraph 2:

1. American Society for Testing Materials (ASTM):

a. ASTM A 36 – Standard Specification for Carbon Structural Steel.

b. ASTM A 108 – Standard Specification for Steel Bars, Carbon, Cold-Finished, Standard Quality.

c. ASTM A 123 – Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

11285-2 B-20 (Addn. No. 2, Pg. 29)

d. ASTM A 126 – Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings.

e. ASTM A 153 – Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

f. ASTM A 276 – Standard specification for Stainless Steel Bars and Shapes. Type 304, 304L, 316, or 316L.

g. ASTM B 584 – Standard Specification for Copper Alloy Sand Castings for General Applications.

1.04 SUBMITTALS

A. Supporting Information. Product data, drawings, and material list. The supporting data submitted shall include the name of the manufacturer, the manufacturer’s model number, and the seating head for which the gate is designed together with such drawings and specifications as may be necessary to show that the gate conforms to the requirements of this specification. Supporting information related to the 72-inch Flap Gate shall be submitted to both DWR and Riverside County Flood Control and Water Conservation District prior to fabrication.

B. Installation information. Includes the manufacturer’s complete installation data, instructions for adjustments, and detailed drawings or templates for installation of the flap gates and pop-up drainage emitter.

The details shall show how the flap gates will be connected to the wall including the location of anchor bolts for each gate. Installation information related to the 72-inch Flap Gate shall be submitted to both DWR and Riverside County Flood Control and Water Conservation District prior to fabrication.

PART 2 PRODUCTS

2.01 72-INCH FLAP GATE

A. Frame design shall allow mounting on pipe of various sizes including the reinforced concrete pipe. Flap gate shall include all mounting equipment to mount to the concrete headwall. Flap gate shall be mounted to headwall using a wall thimble. Wall thimble, anchors and mounting bolts shall be provided by the flap gate manufacturer.

B. The frame and flap gate shall be cast iron or cast steel. All case steel and fabricated steel parts shall be galvanized.

C. Flap gate for the 72-inch diameter reinforced concrete pipe shall be Waterman Industries, F-55 heavy duty Flap Valve, Hydro Gate, series 50-C Heavy Duty or equal.

11285-3 B-20 (Addn. No. 2, Pg. 30)

D. Finish. All cast iron shall be painted with manufacturer’s standard shop coat paint.

2.02 3-INCH FLAP GATES

A. Flap gates for the 3-inch diameter drop structure lateral drains shall be wall-mounted Penn-Troy cast-iron flap gates model A-2540, or equal.

B. Finish. All cast iron shall be painted with manufacturer’s standard shop coat paint.

2.03 POP-UP DRAINAGE EMITTER

A. Pop-Up Drainage Emitter shall be NDS 620, Zabel Environmental PDB- 6PE, or equal.

B. Concrete shall conform to requirements of Section 03300 – Cast-in-place Concrete for Minor Concrete.

C. PVC pipe shall conform to requirements of Section 02620 – PVC Pipe.

D. Steel casing shall be galvanized and shall be a minimum of ¼ inch thick steel.

E. Object Marker

1. Object markers shall be as shown.

PART 3 EXECUTION

3.01 FLAP GATE INSTALLATION

A. Flap gates shall be attached as shown and in accordance with the manufacturer’s instructions.

B. For the 72-inch Flap Gate, mount thimbles and gates plumb in both vertical planes and level in horizontal plane.

3.02 POP-UP DRAINAGE EMITTER

A. Installation of the pop-up drainage emitter to the pipe shall follow the instructions provided by the manufacturer.

11285-4 B-20 (Addn. No. 2, Pg. 31)

PART 4 MEASUREMENT AND PAYMENT

4.01 MEASUREMENT

A. Measurement for payment for the contract items Flap Gate, 72-inch;

Flap Gate, 3-inch; and Pop-Up Drainage Emitter will be by the number of flap gates and pop-up drainage emitter placed in the work.

4.02 PAYMENT

A. The contract prices will be paid for FLAP GATE 72-INCH; FLAP GATE 3-INCH; and POP-UP DRAINAGE EMITTER which shall include full compensation for all costs incurred under this section.